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Home My WebLink About4124 Old Mill Rd Technical - BuildingTECI lN Icnr ?Qx-m\---- bl 0 i C Ids Or. 1\ Caureork �i"ha l� 11 -107 LD viniP 141en 5-..,—NeV,e(,' e 5 (-LA LtAkv 0 6 ko 4k 11' Q f 1,0.,ozigQ LI' to IN) 5-trito ttAi 4"7-rks, daQ 10 -53' /5' p e-AT4n-Rt_- /1 vi UPI* c_ps)f<>L4P ‘11--)•144' (I'Lset) k 14' t,* Imo 18../4 S7) Lirs3Ss L ('//1-.9d4 S-1-- 70(00 Ion %-cuuv_ 19AI di\irs 'I 1 5 2"., 11---v/lq /i4 izKe/A 614114-- avv,---' tii --y.t -i, ■,Acit s -1.7 71 le r&4 As C?, 9 __•____7 43 0 '-(C?/' 0 C. (-57.-----4--/---;/ I.L.2"7, c e v -4--t-Wc u, ,,,Lez. IA g, 0 egA,151- Le` K ri-tX(19,14 J r (7\ -7/(4::°- ya r17 Aillit_p 3q45 3'C, aN.-1)-------- TE=fr-i- --c__--.. e N-1<._ 1).94-1AW-it- i 1/-11Ab(14,1_5' 1,5 ---1(.0.A_ i i? P› se c206?<1 tk_se IA 6 /0 oi 8 Ccnvu 0, 7oGo oadA P F-= sPi co 7//6 i91 1 a *33 :DA ibva aT )(`4A_• .*5 A- 1,6 `4T 1;2- S.5 I cp eex ebat elq< 0/-1 x-qte,4 0 %i 5 1 /51 4^ S5o ol'a or tlf# s P:r rtt lw*(Z-t X GI 1,4 -20' '4 1. 5 r ti Lt 91 ,p z/e/ iota p It/JO 74 CC-L- r7/1-6- 0)*S/ rvtA _S i. 2. 40S/74 Y 2 '')cs X 0 x o fl1 #`4 r irb UGS% qs ow( K4 qr)■nd 0 7.) v —14e:7 e'oSb X 0,1 (777 1 Pie 7) cpqac951 c 096A) 0095/ S o'S/ eArd 06 0) >_h/ ork c 'LM) c9,6) OWITI-0q4 CY)00 Copyright 2005 WINDO2 v2 -03 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Description: 07060 MOORHEAD Analysis by SRH User InputData Structure Type Basic Wind Speed (V) Struc Category (I, II, Ill, or IV) Exposure (B, C, or D) Struc Nat Frequency (n1) Slope of Roof Slope of Roof (Theta) Type of Roof Kd (Directonality Factor) Eave Height (Eht) Ridge Height (RHt) Mean Roof Height (Ht) Width Perp. To Wind Dir (B) Width Paral. To Wind Dir (L) Calculated Parameters Type of Structure Height/Least Horizontal Dim Flexible Structure Condition Calculated Parameters Building Importance Factor 1 1 I 100 mph Non Hurricane, Hurricane (v =85 -100 mph) Alaska II Table 6 -2 Values C Alpha I 9.5001 1 Hz zg I 900.0001 4 0 12 18.4 Deg Gabled 0.85 11.00 ft 15.67 ft 13.33 ft 14.00 ft At 0.1051 28.00 ft Bt 1.0001 Bm 0.6501 Cc 0.2001 I 500.00I ft I 0.95 Epsilon 0.2001 I No Zmin 15.001ft Gust Factor. Category 1: Rigid Structures Simplified Method Gust1 (For rigid structures (Nat Freq 1 Hz) use 0.85 Gust Factor Category II: Rigid Structures Complete Analysi Zm IZmin lzm ICc (33/z)^0 167 Lzm II *(zm /33) ^Epsilon Q 1(1/(1 +0.63 *((Min(B,L) +Ht) /Lzm)^0.63))^0.5 Gust2 10. 925 *((1 +1 7 *Izm *3.4 *Q) /(1 +1 7*3.4*Izm)) Gust'Factor Summary G (Since this is not a flexible structure the lessor of Gust1 or Gust2 are used Fia 6 -5 Internal Pressure Coefficients for Buildinas. GCDi Open Buildings Partially Enclosed Buildings Enclosed Buildings Partially Enclosed Buildings Aog Vi Ri Tot Area of Openings in Bldg Envelope Unpartitioned internal volue 0.5 *((1 +1 /(1 +(Vi /(22800 *Aog ^0.5 Gci Max f Max 0.00 0.00 0.55 -0.55 018 -0.18 I 0.55 I -0.55 0.0 ft^2 ftA3 0.851 15.001ft 0.22811 427.061ft 0.94851 0.89791 0.851 5/9/2007 www.mecaenterprises.com Page No. 1 of 3 B WIND02 v2 -03 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.12.2.1 Desian Wind Pressure Buildinas of All Heiahts Elev Kz Kzt qz 0 Ib /ft"2 15.67 I 0.86 I 1.00 I 18.64 I 15 I 0.85 I 1.00 I 18.47 I p M III( md ETTTIENTMITII iM M M M M Variable Kh Kht Qh Khcc Qhcc Roof Area (sq. ft.) Reduction Factor I Formula 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6-4) .00256 *(V) ^2 *I *Kh *Kht *Kd Comp Clad: Table 6 -3 Case 1 00256 *V ^2 *I *Khcc *Kht *Kd Roof Pressure 'Coefficients,.Cp Calculations for Wind: Normal to 14 ft Face Additional Runs may req'd for other wind directions Leeward Walls (Wind Dir Normal to 14 ft wall) Leeward Walls (Wind Dir Normal to 28 ft wall) Side Walls Roof Wind Normal to Ridge (Theta =10) Windward Min Cp Windward Max Cp Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Pressure (Ib /ft "2U Windward Wall* +GCpi -GCpi 2.52 22.84 2.40 I 22.72 Fiaure 6 6 External Pressure Coefficients. Cp Loads on Main Wind -Force Resisting Systems (M -thod 2) Value 0.85 1.00 18.47 0.85 18.47 -0.48 -0.04 -0.57 -0.48 -0.57 L Units I psf psf Wall Pressure Coefficients, Cp Surface I Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8 -17 72 -10.75 -19.09 -7.56 -8.93 1.00 Cp Pressure (Of) +GCpi -GCpi -0.30 -14.87 5.45 -0.50 -18.01 2.31 -0.70 -2115 -0.83 for Wind Normal to 14 ft face 2.60 9.57 1.23 -7.56 -8.93 5/9/2007 Copyright 2005 www.mecaenterprises.com Page No. 2 of 3 Kh Kht Qh Theta Copyright 2005 WIND02 v2 -03 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Overhang Bottom (Applicable on Windward only) 0.80 12.56 12.56 Roof Wind Parallel to Ridge (All Theta) for Wind Normal to 28 ft face Dist from Windward Edge: 0 ft to 26.66 ft Max Cp -0 18 -12.99 7.33 Dist from Windward Edge: 0 ft to 6.665 ft Min Cp -0.90 -24.29 -3.97 Dist from Windward Edge: 6.665 ft to 13.33 ft Min C -0 72 -21 45 -1 13 Dist from Windward Edge: 13.33 ft to 14 ft Min Cp -0.68 -20.85 -0.53 Horizontal distance from windward edge Fiaure 6 10 External Pressure Coefficients. GCpf Loads on Main Wind -Force Resisting Systems w/ Ht 60 ft 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6 -2) 0.00256 *(V) ^2 *ImpFac *Kh *Kht *Kd Angle of Roof 0.85 1.00 18.47 18.4 Deg Omer Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System I Surface GCpf +GCpi -GCpf qh Min P Max P s sf s 18.47 -0.62 19 70 1 0.52 0.55 2 -0.69 0.55 3 -0.47 0.55 4 -0.42 0.55 5 -0.45 0.55 6 -0 45 0.55 1E 0.78 0.55 2E -1.07 0.55 3E -0.67 0.55 4E -0.62 0.55 p qh (GCpf GCpi). -0.55 -0.55 -0.55 -0.55 -0.55 -0.55 -0.55 -0.55 -0.55 -0.55 18.47 18.47 18.47 18.47 18.47 18.47 18.47 18.47 18.47 -22.90 -18.81 -17.83 -18.47 -18.47 4.25 -29.92 -22.60 -21.58 -2.59 1.51 2.49 1.85 1.85 24.57 -9.61 -2.28 -1.26 5/9/2007 www.mecaenterprises.com Page No. 3 of 3 scadrprt tmp Profile Report File \\zen-server\data\Active Projects \04428 DCG \SURVEY \SurvCadd \PAGE ST SG pro Road Profile Station Elevation vertCurve Distance Slope Description 10 +00 00 484 25 19 +72 95 525 89 972 95 4 28% Page 1 Description: 07060 EXISTING Analysis by SRH User Input: Data, Structure Type Building Basic Wind Speed (V) 100 Struc Category (I, II, Ill, or IV) II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Slope of Roof 4.0 Slope of Roof (Theta) 18.4 Type of Roof Gabled Kd (Directonality Factor) 0.85 Eave Height (Eht) 8.00 Ridge Height (RHt) 11:33 Mean Roof Height (Ht) 9.67 Width Perp. To Wind Dir (B) 20.00 Width Paral. To Wind Dir (L) 20.00 Calculated Parameters Type of Structure Height/Least Horizontal Dim Flexible Structure Copyright 2005 WIN D02 v2 -03 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Condition mph Hz •12 Deg ft ft ft ft ft 1 0.48 I No Open Buildings Partially Enclosed Buildings Enclosed Buildings Enclosed Buildings Calculated Parameters Importance Factor I 1 I Non Hurricane, Hurricane (v =85 -100 mph) Alaska Table 6 -2 Values Alpha I 9.5001 zg I 900.0001 At 0.1051 Bt 1.0001 Bm 0.650 Cc 0.2001 I 500.001ft Epsilon 0.2001 Zmin 15.00Ift Gust Factor.Category 1: Rigid Structures Simplified Method Gust1 IFor rigid structures (Nat Freq 1 Hz) use 0.85 I 0.851 Gust Factor Category I(: Rigid Structures Complete Analysi Zm IZmin 15.00Ift lzm ICc (331z)^0.167 0.22811 Lzm II *(zm /33) ^Epsilon 427 061ft Q 1(11(1 +0.63 *((Min(B,L) +Ht) /Lzm) ^0.63)) ^0.5 0.94601 Gust2 I0. 925 *((1 +1 7 *Izm *3.4 *Q) /(1 +1 7 *3.4 *Izm)) 0.89661 Gust Factor Summary G (Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.851 Fia 6 -5 Internal Pressure Coefficients for Buildinas. Gcpi Gcpi Max I Max 0.00 0.00 0.55 -0.55 0.18 -0 18 1 0.18 I -0.18 I 5/10/2007 www.mecaenterprises.com Page No. 1 of 3 Copyright 2005 B WINDO2 v2 -03 Detailed Wind Load Design (Method 2) per ASCE 7 -02 6.5.12.2.1 Design Wind Pressure Buildinas of All Heiahts Elev Kz Kzt qz Pressure (Ib/ft^2) Windward Wall* 0 Ib /ft^2 +GCpi -GCpi 15 I 0.85 I 1.00 I 18.47 I 9.24 15.89 Fiaure 6 6 External Pressure Coefficients. Cp Loads on Main Wind -Force Resisting Systems (Method 2) Variable Kh Kht Qh Khcc Qhcc Roof Area (sq. ft.) Reduction Factor I Formula 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6-4) .00256 *(V) ^2 *I *Kh *Kht *Kd Comp Clad: Table 6 -3 Case 1 .00256 *V ^2 *I *Khcc *Kht *Kd L Wall Pressure Coefficients, Cp Surface I Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8 Roof Pressure Coefficients, Cp Value Units 0.85 1.00 18.47 psf 0.85 18.47 psf I 1.00 Calculations for Wind Normal to 20 ft Face Cp Pressure (psf) Additional Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls (Wind Dir Normal to 20 ft wall) -0.50 -11 18 -4.53 Leeward Walls (Wind Dir Normal to 20 ft wall) -0.50 -11 18 -4.53 Side Walls -0.70 -14.32 -7.67 Roof Wind Normal to Ridge (Theta =10) for Wind Normal to 20 ft face Windward Min Cp -0.49 -10.94 -4.29 Windward Max Cp -0.04 -4.01 2.64 Leeward Normal to Ridge -0.57 -12.25 -5.60 Overhang Top (Windward) -0.49 -7.62 -7.62 Overhang Top (Leeward) -0.57 -8.93 -8.93 Overhang Bottom (Applicable on Windward only) 0.80 12.56 12.56 5/10/2007 www.mecaenterprises.com Page No. 2 of 3 WIND02 v2 -03 Detailed Wind Load Design (Method 2) per ASCE 7 -02 Roof Wind Parallel to Ridge (All Theta) for Wind Normal to 20 ft face Dist from Windward Edge: 0 ft to 19.34 ft Max Cp -0 18 -6.15 Dist from Windward Edge: 0 ft to 4.835 ft Min Cp -0.90 -17 46 Dist from Windward Edge: 4.835 ft to 9.67 ft Min Cp -0.90 -17 46 Dist from Windward Edge: 9.67 ft to 19.34 ft Min Cp -0.50 -11 18 Dist from Windward Edge: 19.34 ft -0.30 -8.04 Horizontal distance from windward edge Kh Kht Qh Theta Copyright 2005 Fiaure 6 -10 External Pressure Coefficients. GCof Loads on Main Wind -Force Resisting Systems w/ Ht 60 ft 2.01 *(15/zg) ^(2 /Alpha) Topographic factor (Fig 6 -2) 0.00256 *(V) ^2 *ImpFac *Kh *Kht *Kd Angle of Roof 0.85 1.00 18.47 18.4 Deg Carer Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh Min P Max P (psfl (psfl (psfl 1 0.52 0.18 -0.18 18.47 I 6.21 12.86 2 -0.69 0 18 -0 18 18.47 -16.07 -9 42 3 -0.47 0 18 -0 18 18.47 -11.98 -5.33 4 -0 42 0 18 -0 18 18.47 -11.00 -4.35 5 -0 45 0.18 -0 18 18.47 -11.64 -4.99 6 -0 45 018 -0.18 18.47 -11.64 -4.99 1E 0 78 0.18 -0.18 18.47 11.09 17 74 2E -1.07 018 -0.18 18.47 -23.09 -16.44 3E -0.67 018 -0.18 18.47 -15.76 -911 4E -0.62 0.18 -0 18 18.47 -14 74 -8.09 p qh (GCpf GCpi) 0.50 10.81 10.81 -4.53 -1.39 5/10/2007 www.mecaenterprises.com Page No. 3 of 3